HomeMy WebLinkAboutPlansR=5348.82'
A=4'03'10"
L=378.35'
ChL=378.27'
ChB=S7T50'30"E
EXISTING YELL
Property Address:
4000 County Road 115
Glenwood Springs, Colorado 81601
Legal Description:
Lot P1
Phase 1 - Spring Valley Ranch P-U.D.
Flood Plain:
The real property described hereon does not lie within the
limits of a 100 Year Flood Hazard Boundary
M A
97
9'32'20"E
1.36'
EXISTING G
TO BE DEMOL.I
EXISTING PR
F+ •TPRINT OF
OPOSED GARAGE
=55.23' A=4012'42" L=39.08'
• i 38.27' Ch8=S2529'02'W
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SECTION 20
SECTION 29
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GRAPHIC SCALE IN FEET
1 INCH = 200 FEET
SECTION 21
SECTION 28 —
rv81 6' 70
135.95'
UNPLATTED
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A=8'09'15"
L=132.99'
ChL=132.88'
(hB=S5718'08"E
R=934.49
A=4.33,55
1=74.46'
ChL=74.44'
CMB=S63'39'42'E
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LOT P
8,731,987.83 sq. ft
200.45 ages
6960
EXISTING OVERHEAD -POWERC1NE
OSP PARCEL -B
115,776.46 sq. ft
2.65 acres
N88'09'03"W
S89'58'08"E
327.05'
$74
'28.E
N755,
274.72,
29
OSP PARCEL -A
21,588,999.93 sq. ft
495.61 acres
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APPROVED
SUBJECT TO NOTED
EXCEPTIONS & INSPECTIONS
GARFIELD COUNTY
BUILD li DEP
Date i // By
LD COPY
NO INSPECTION WITHOUT
THESE PLANS ON SITE
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421.72'
(TO CORNER OF
PROPOSED GARAGE)
429.65'
(TO CORNER OF
EXISTING GARAGE)
LOT BOUNDARY
20 FT. WIDE
DRIVEWAY EASEMENT
BUILDING ENVELOPE
PER FINAL PLAT
EXISTING GARAGE
j TO BE DEMOLISHED
EXISTIN SH D
TO BE DEMOLISHED
EXISTING PROPANE TANK
141.56'
GRAPHIC SCALE IN FEET
1 INCH = 30 FEET
CONTOUR INTERVAL = 2 FEET
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REVISION
DATE
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CPRE ENGINEERED RF TRUSSES
HAVE ENGINEERING FOR INSPECTOR
AT TIME OF FRAME INSPECTION
' %' OSB SHEATHING
12
29 GA. METAL ROOFING :!kreci! pee r K. -C i , =.
VERTICAL -MOUNT KIT-
FLUE
RFLUE PIPE yvi 40 it i c..'}. AretS Oct IC'l''f 11,1.2.5
ENGINEERED TRUSSES
@ 24"
R-38
BLOWN -IN``
INSULATION
ICE & WATER SHIELD
10'
\--DOUBLE
H 4 HURRICANE CLIPS
DOUBLE 2X6 PLATE
`2X6 STUDS @ 16.0.C.
7c-----12-0 INSULATION }
PRE -PRIMED MASONITE SIDING
0S8 SHEATHING
2 X 6 RAFTERS @ 24' O.C.
MR. HEATER BIG •
12 J 12
MARX GARAGE HEATER -fes
75,000 BTU MODEL # MHU75LP f 2° 2 X 6 LEDGER
R's ?4VISI . 5pet: WA beer
-- 2X6 TREATED PLATE
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SILL PLATE
SPAN == 23 - 1"
24
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GLU-LAM BEAM (TYP.)
Y%" AB @ 4'-0" O.C. MAX. & 12" @ SPLICES
4X4 POSTE
SPAN = 7-8 V
Front View
(facing S.E.)
SCALE: 1" = 5'
16 6"
12
5 AWS`
f
8'
Le
STANDOFF POST BASES (SIMSON AB44)
LIGHT
24'
EXISTING ELECTRICAL SERVICE
32'
16'
16'
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16'
24'
Front View
(facing S.E.)
12 i-2 X 6 RAFTERS @ 24' O.C.
7'
SPAN = 74 V
SCALE: 1" = 5'
8'
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GAMBA & ASSOCIATES, INC.
CONSULTING ENGINEERS & LAND SURVEYORS
970/945-2550 WWW.GAMBAENGINEERING.COM
113 NINTH ST., STE. 214 P.O. 80X 1456 GLENWOOD SPRINGS, CO 81602
GAMBA
& ASSOCIATES
2
IN.._3ie"X7W
1K314F
SCALE. ACIMTED 11 DATE• 1111Y28 9011 I 1 fl AWW nY. SE 1
7'
GLU-LAM BEAM (TYP.)
�4X4TREATED
POST (NP. OF 4)
ie Detail
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Back View
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1'
PRE -PRIMED MASONTTE SIDING
(Zeta/ ,ped i ---t'{ 4-I 045pF.c-.!7 n
4'
OGFCI
MR. HEATER BIG MARX GARAGE HEATER -
75,000 ;TU MODEL # MHU75LP
YY
2' X 4' FLUORESCENT
LIGHT FIXTURE
• DOUBLE 2 X\12 HEADER
(TYPICAL')J.N.)
QGFCI
2' X 4' FLUORESCENT
LIGHT FIXTURE
16' X 9' SECTIONAL GARAGE DOOR
DOUBLE 1 % 11 %LVL HEADER
LIGHT
16'
Floor Plan
SCALE: 1" = 5'
7—
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GFCI
4'
GFCI
KEYLESS
LIGHT FIXTURE
(TYP. OF 3)
1
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POST (TYP, OF 4)
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10'-8'
10'-8"
10' 8'
16 -6'
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1'+—I I
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3"
Ill
•
1'
4X4 TREATED
•''POST (TYP. OF 4)
10-8"
10'8"
Side View
(facing S.W.)
SCALE: 1" = 5
0'-8"
29 GA. METAL ROOFING-�,
ICE & WATER SHIELD-,
16'-6"
10'
SILL 3'-6"
PRE -PRIMED
�MASONITE SIDING
32'
Side View
(facing N.E.)
SCALE: 1" = 5'
SHEET NO.
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GAMBA & ASSOCIATES, INC.
CONSULTING ENGINEERS & LAND SURVEYORS
970/945-2550 WWW.GAMBAENGINEERING.COM
113 NINTH ST., STE. 214 P.O. 80X 1456 GLENWOOD SPRINGS, CO 81602
GAMBA
& ASSOCIATES
SCALE. ACIMTED 11 DATE• 1111Y28 9011 I 1 fl AWW nY. SE 1
DRAWING: Garage Archhectural Plant 20110622.dwg
DIRECTORY: H:101269122.2009PhI Anal PIm120111GamgsConstruction \
SHEET: 3of5 PROJECT: 01269-22
ie Detail
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#4 REBARS @ 12" O.C.
PRE -PRIMED MASONITE SIDING
24"
" 0 ANCHOR BOLTS @ 4'-0" O.C. WITH 7" MIN. EMBEDMENT
(3) #5 REBARS CONTINUOUS
#4 REBARS @ 12" O.C. EACH WAY
15"
20"
(2) #5 REBARS CONTINUOUS
20"
4"
Foundation Detail: Slab on Grade FPSF (Frost Protected Shallow Found.)
SCALE: 1" = 1'
6"
}
12"
y
1311
FLASHING
2 -INCH THICK
ASTM C578 TYPE 2 EXPANDED POLYSTYRENE
OR TYPE 10 EXTENDED POLYSTYRENE _.
\424"
?6' 058 SHEATHING
FLASHING
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15"
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4"
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Foundation Detail: Slab on Grade FPSF (Frost Protected Shallow Found.)
SCALE: 1" = 1'
4x4 TREATED POST (TYP. OF 4)
STANDOFF POST BASES (SIMSON AB44)
V 0 ANCHOR BOLT WITH 7" MIN. EMBEDMENT
(1) #4 REBAR W/8" L -BEND IN FOOTER
(1) #4 REBAR CONTINUOUS
10"
4-
4
4
32"
4
4
10"
3' 6'
(2) #4 REBAR EACH WAY
4x4 Post Footer Detail (facing side - typ. of 4)
SCALE: 1" = 1'
STRUCTURAL GENERAL NOTES AND SPECIFICATIONS:
1. Any changes to the contract drawings shall be submitted to the
engineer for approval.
2. Contractor shall provide all necessary temporary bracing, shoring,
guying or other means to prevent excessive stresses and to hold the
structural elements in place during construction.
3. Where required construction details are not shown or noted on
these plans the contractor shall notify the engineer and the
engineer shall provide sufficient details for the work to proceed.
4. Provide and maintain positive drainage away from all foundation
structures in accordance with the Site Grading Detail provided.
DESIGN DATA:
5. Roof snow Toad = 50 P.S.F.
6. Roof dead load = 25 P.S.F.
7. Wind speed = 90 M.P.H.
8. Wind Exposure: C
9. Frost Depth: 36 Inches
10. Seismic Design Category: B
FOUNDATION DESIGN:
1. Design of individual and continuous footings is based on a
maximum bearing capacity of 2000 P.S.F.
2. Foundation design is for a frost protected shallow foundation in
accordance with ASCE 32 - Section 6.1 - slab on ground
:.� foundations.
3 Building assumed to be "Semi -Heated Building" according to ASCE
32 - Section 8.3 [lowest average daily internal temperature of
building falls between 41F and 63F].
4. Foundation shall bear on in-situ soils that have been scarified to a
minimum depth of 12 -inches below the bottom of foundation,
graded and compacted. Soils below foundation shall be moisture
treated to within 2% of optimum moisture content and compacted
to a minimum density of 95% of the maximum dry density as
determined by Standard Proctor Testing (ASTM D698).
5. Engineer is to inspect the excavation prior to the placement of
concrete. .::, w r .,- - ev}
Foundation Insulation shall be Type 11 expanded polystyrene or
Type X extruded polystyrene in accordance with ASTM C578.
Insulation shall have a continuous, opaque, durable,
weather -resistant protective covering to mitigate degradation of
thermal performance due to ultraviolet radiation, physical damage,
or other sources of deterioration. The protective covering shall
extend a minimum of 6 -inches below the finished grade. At door
openings, the insulation shall also be protected with a structural
material, preferably steel.
(1) #4 REBAR W/B" L -BEND IN FOOTER
2'
(1) #4 REBAR CONTINUOUS
10" 0 SONOTUBE COLUMN
STANDOFF POST BASES (SIMSON AB44)
(2) #4 REBAR EACH WAY
4x4 Post Footer Detail (facing above - typ. of 4)
SCALE: 1" = 1'
REINFORCED CONCRETE:
1. Concrete design is based on ACI 318.
2. Structural concrete shall have a minimum 28 -day compressive
strength of 3000 P.S.I.
3. Cement shall conform to ASTM C-150 Type II Specifications.
4. Concrete shall be air entrained between 5% and 8%. Air entraining
admixtures shall conform to ASTM C 260.
5. Concrete shall contain Fibrous Reinforcing Material in accordance
with ASTM C 1116 Type 111 4.1.3 and ASTM C 1116 Performance
Level I outlined in Section 21- Note 17, at a minimum addition rate
of 3.0 lbs per cubic yard.
6. Aggregate. Aggregate shall conform to ASTM C 33. Fine
aggregate in the sieve size range of 3/8" to #100 shall comprise
34% to 39% by weight of the total aggregate and shall conform to
AASHTO M_6. The coarse aggregate in the sieve size range 1_1/2"
to #4 shall conform to AASHTO M_80.
7. Concrete shall be obtained from a single source.
8. Water shall be clean and potable.
9. Recommended spacing of control joints is to be 8 to 12 feet to
control cracking in the floor slab. Control joints shall be sawcut
within 12 hours after placement of the slab. Reinforcement is to be
continuous through control joints.
10. Do not place pipe, ducts or chases in the structural concrete
without the approval of the engineer.
11. Concrete shall be thoroughly worked around the reinforcement,
around embedded fixtures and into the corners of forms.
12. Protect freshly placed concrete from premature drying and
detrimental temperature extremes. Comply with ACI 305 "Hot
Weather Concreting" and/or ACI 306 "Cold Weather Concreting".
13. Materials for curing concrete shall be liquid membrane curing
compound (white) conforming to ASTM C 309, or sheet material
conforming to ASTM C171.
14. Forms shall not be removed until concrete has sufficiently cured.
REINFORCING STEEL:
1. Detailing, fabrication, and placement of reinforcing steel shall be in
accordance with the manual of standard practice CRSI 5-76.
2. Reinforcing bars shall conform to ASTM A615 specifications and
shall be grade 60.
3. Splices shall be kept to a minimum. At splice locations in concrete,
lap bars 36 diameters with a minimum lap of 20 -inches, and tie
with wire. At corners in concrete, make horizontal bars continuous.
4. Minimum concrete cover for reinforcement shall be in accordance
with ACI 318.
5. Welded wire fabric shall conform to ASTM A185. Furnish in flat
sheets only.
6. Reinforcing spacings as specified on the plans are maximum on
center and all reinforcing is continuous, unless noted otherwise.
Spring Valley Ranch
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DATUM ELEV
7025.00
FLOWLINE HIGH POINT
S1IA: 0+45 ELEV: • 7038.20
-
EXISTING GROUND SURFACE
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PROFILE OE D.PAINAGE SWALE FLOWLI
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HORIZONTAL SCALE: 1" = 10'
VERTICAL SCALE: 1' = 5'
1+40
1+10
10
0
10
20
HORIZONTAL GRAPHIC SCALE IN FEET
1 INCH = 10 FEET
VERTICAL SCALE, 1 INCH = 5 FEET
30
0
10
20
30
GRAPHIC SCALE IN FEET
1 INCH = 10 FEET
EXISTING CONTOUR INTERVAL = 1 FEET
PROPOSED CONTOUR INTERVAL = 0.5 FEET
REVEGETATE ALL DISTURBED SURFACES
OUTSIDE OF DRIVEWAY WITH NATIVE GRASS
SEED MIX
FINISHED GROUND CONTOUR
5' FLOWLINE RADIUS
7037.35
7042
ROOFLINE OF EXISTING GARAGE
TO BE DEMOLISHED
5' FLOWLINE RADIUS
7037.83
7037.16
EXISTING CONCRETE PAD
TO BE REMOVED
FLOWLINE OF
DRAINAGE SWALE
PLACE AND COMPACT A 6 -(NCH
MINIMUM DEPTH OF CLASS 6 AGGREGATE
BASE COURSE MATERIAL UNDER ROOF OVERHANG
FLOWLINE OF
DRAINAGE SWALE
EXISTING CONCRETE PAD
TO BE REMOVED
7038.04
7038.10
EXISTING PROPANE TANK
EXISTING GROUND CONTOUR
7036.68
k
6'
2'
EDGE OF EXISTING DRIVEWAY
PLACE AND COMPACT CLASS 6
AGGREGATE BASE COURSE AS NECESSARY TO
REGRADE DRIVEWAY
SHEET NO.
GAMBA & ASSOCIATES, INC.
CONSULTING ENGINEERS & LAND SURVEYORS
970/945-2550 WWW.GAMBAENGINEERING.COM
113 NINTH ST., STE. 214 P.O. BOX 1458 GLENWOOD SPRINGS, CO 81602
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GAMBA
. ASSOCIATE.
GRADING PLAN
SCALE: AS NOTED DATE: JULY 20, 2011 DRAWN BY: MJG
SHEET: 5 of 5 PROJECT: 01269-22 CHKD BY: AUG
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